Waqas Haider

Dear @muneeb1213
you have to consider loads on top of wall coming from the basement slab or any other wall directly on the wall. wall has basement slab attached on top so it will be like propped cantilever. there is an example 14.3 for basement wall(propped cantilever) in book "structural concrete by Nadim Hassoun" . you can design basement slab just like slab panel also if  columns are closer and providing a beam at the top & bottom of wall and columns will act and must be designed as beams also but do check wall for shear against soil pressure at bottom half.
 
Regards

Assalam o alaikum,
For assuring deflection check of flexural members, we compare immediate deflection due to live load with L/180 or L/360. Also we compare total deflection (sum of immediate deflection due live load and long term deflection due to "dead +sustained loads") with L/240 or L/480.
These deflections are calculated using corresponding effective moment of inertia "Ie" using equation 9-8 of section 9.5.2.3.
To find out immediate deflection due to dead load we find out it using Ie calculated using cracking moment due to dead loads.
To find out immediate deflection due to sustained loads we find out it using cracking moment due to sustained loads.
To find out immediate deflection due to D+L  we find out it using cracking moment due to dead + live loads.
But to find out immediate deflection due to live load, we don't find it using cracking moment due to live load. We find out it by the difference of deflection due to dead + live load with the deflection due to dead load only.
as shown by following results of manual calculations (Results from example 10.1 of PCA notes of ACI 318)
Del.dead = 0.098 in      (calculated using Ma due to dead load only and corresponding Ie came out to be 10648 in4 = i.e. Ig because Ma is less than cracking moment)
Del.live = 0.0744 (calculated using Ma due to live only and corresponding  Ie came out to be 10648 in4 = i.e. Ig because Ma is less than cracking moment)
Del.(dead+live) = 0.344 in (calculated using Ma due to dead+live combo and corresponding  Ie came out to be 5345 in4 < Ig because Ma is greater than cracking moment)
Note that 0.344 is not the simple sum of 0.098(Del.dead) + 0.0744 (Del.live) because here for Del.live, Ie used was based on live only i.e. Ig =10648 in4; for Del.dead, Ie used was based on dead load only i.e. Ig = 10648 in4; and for Del.(dead+live) Ie used was based on (dead+live) load combo i.e. 5345 in4.
All three "Ie" are different".
 
My question is, how to cater this in etabs modeling because in etabs it simply super impose deflections due to dead and live for D+L combo which must not be the case. More over, does modifier 0.35 is enough to cater effect of effective moment of inertia?
Thanks.
 
 
 
 
 

You should use the load combination with wind loads. I don't know what the latest is for ACI so make sure your factors reflect wind not live load.
Assuming we go with 4 bolts as proposed at 12" c/c, You need to design your anchor bolts for tension : T = 40 kip ft / ( 1 ft * 2 bolts) = 20 kips per bolt on tension side. I have used 2 bolts as the other two bolts would be in compression.
Shear per bolt would be (assuming 2 bolts take shear) = 1.76/ 2 = Almost 1 kips per bolt.
Now with these forces, you need to size your bolt based on ACI Appendix D. Start with a 1" bolt. Have you used Appendix D before? If yes, great. If no, give it a try for a day and if you can't figure out let me know.
Thanks.

Assalam i alikum friends,
What are good consultants in karachi which have experties in building design of low height as well as high rise. Kindly share ur experience and info. Major element i m looking for is good learning environment where we can learn real and correct design practices instead of faulty ones. 
Also kindly comment whether EA CONSULTANTS from karachi are good in technicalities in structural design or not? If u also can comment or comparison between EA and bilan nd mushtaq consultants it would be of great help. Thanks. 

Assalam i alikum friends,
What are good consultants in karachi which have experties in building design of low height as well as high rise. Kindly share ur experience and info. Major element i m looking for is good learning environment where we can learn real and correct design practices instead of faulty ones. 
Also kindly comment whether EA CONSULTANTS from karachi are good in technicalities in structural design or not? If u also can comment or comparison between EA and bilan nd mushtaq consultants it would be of great help. Thanks. 

The  design of tie beam will be governed by amount of differential settlement of the foundation selected for the job at hand.
If delta is the differential settlement, then the fixed-end moment due to that value will be: (6EI/L*L)delta. Add the gravity load Fixed End Moment to it, and then distribute this moment among members of beam-column joint according to their flexural stiffness.
That is a crude way of proportioning the tie beam.

Tell me why are you not designing it using software to take care of all the forces for design?
More over in my opinion, tie beam grade beam ground beam and plinth beam are not different necessarily. They are just terms to define the type of beam. Tie beam is a beam used to tie two columns for two movememts. Vertically and horizontaly by increasing stiffness of structure there. For example column A and column B are tied.if column B settles, the tie beam will offer a resistance to its settlement by transfering force to column A. Also if column B moves horizontaly, tie beam will tie column B with column A and hence offering a frame actiom to reduce horizontal deflectiom. Tie beams may be at any level. If these are at plinth evel they are called plinth beams where it also helps in soil retaining of inner house area and offer also as support for walls. Plinth beams my also be designed as tie beams or just as plinth beams to support walls etc. Grade beam is a beam cast against earth. If below plinth there is not brick foundation and plinth is supporting wall then this plinth beam also called as grade beam. And grade beam and ground beam is same. 

Tell me why are you not designing it using software to take care of all the forces for design?
More over in my opinion, tie beam grade beam ground beam and plinth beam are not different necessarily. They are just terms to define the type of beam. Tie beam is a beam used to tie two columns for two movememts. Vertically and horizontaly by increasing stiffness of structure there. For example column A and column B are tied.if column B settles, the tie beam will offer a resistance to its settlement by transfering force to column A. Also if column B moves horizontaly, tie beam will tie column B with column A and hence offering a frame actiom to reduce horizontal deflectiom. Tie beams may be at any level. If these are at plinth evel they are called plinth beams where it also helps in soil retaining of inner house area and offer also as support for walls. Plinth beams my also be designed as tie beams or just as plinth beams to support walls etc. Grade beam is a beam cast against earth. If below plinth there is not brick foundation and plinth is supporting wall then this plinth beam also called as grade beam. And grade beam and ground beam is same. 

FYI- Video is more related to confined mansonry but shows the out of plane behaviour of wall. Might be of interest to few.
Thanks.

For the case of frame structure, the key is to have free standing masonry, i.e. provide gaps b/w masonry and frame on sides (between masonry and frame column) and top (between masonry and frame beam) and have it anchored so that it doesn't fall incase of a seismic event (this is very important or the wall will fall down in case of a seismic event). You can also find the attached example useful in understanding how free standing masonry should be anchored to structural system. 
Masonry Veneer Shelf Angle Design.pdf

basically M11 will be horizontal leg of stirrup, M22 will be longitudinal beam reinforcement and check shear too, for vertical parts of stirrups.

Dear All,
While browsing the internet, I came across the following confined masonry guidelines available free to public. They are very informative and would add value to you design practise.
Source: http://www.confinedmasonry.org
Enjoy.
 
Confined Masonry Earthquake Resistant Guideline .pdf
Construction-Guide-for-Low-Rise-Confined-Masonry-Buildings.pdf
Pakistan_CM-manualv3.0.3TomSchacher.pdf
Pakistan_confined-masonry-english.pdf
Pakistan_ERRA_Guideline_CM.pdf

Great share.
 
 

Great useful sharing Junaid!!!

Dear Engineer,
KPK Seismic Field Practicing Manual is attached. 
Field Practice Manual on basics of good construction practices.pdf
Thanks.

W.salaam Waqas,
We have various Seismic-force resisting systems defined in different codes/standards with different nomenclature.
You can study these Systems in detail in these tables;
      BCP SP-2007, Table 5.13-Structure Systems
      ASCE 41-13, Seismic Evaluation and Retrofit of Existing Buildings,Table 3-1,Common Building Types
      ASCE/SEI 7-10,  Minimum Design Loads for buildings & other structures,Table 12.2-1 Design Coefficients and Factors for Seismic Force-Resisting Systems
Modelling Structure either as BARE FRAME or FRAME with MASONRY INFILL in ETABS/SAP/STAAD PRO/ROBOT Structures/Seismostruct is the designer design approach that how he want to resist the gravity/lateral Loads.
By Modelling wall in model it becomes a DUAL System (Concrete Frame with masonry shear walls) BUT the idealization of masonry walls is not as simple as other elements like Beams/columns/slabs/RC Shear walls etc. It requires more experties/understanding (Study Section 11.4-Masonry infills of ASCE 41-13,Seismic Evaluation and Retrofit of Existing Buildings for detail). Proper anchorage should be provided b/w masonry and RC frame. 
We mostly/commonly design our Concrete structures as BARE FRAME (Moment resisting frame without Infill walls) and assign wall load on the beams. By doing this we are neglecting the masonry walls stiffnesses which results more ductile frame (Ductility is more desirable in structures).Proper steel reinf. detailing is required and gap filled with thermopore or any other insulating material is provided b/w the RC frame and masonry wall (inorder to prevent the hammering action of masonry on RC Frame during EQ).
Most of the 2,3 story houses are constructed as CONFINED MASONRY STRUCTURES and these structures perform very well in EQs.
 
 

Does vertical distribution depends on time period? It must depends on weight participation and stiffness of floors.

The dimension of column is very big. R u sure? What is the project exactly? More over why r u facing problem in design of footing? It must be same and dimension of column should be taken at bottom of column.

UBC97 1630.5: Concentrated force at top, Ft, becomes zero if time period is 0.7 seconds or less. My statement was not 100% correct. Apologies.

As umer makhzumi bhai said, for seperate model without shear walls, the approach told by ilyas should be ok. But I doubt the interaction with shear walls is not taken into account if we design frame for 25% shear separately. Kindly share you solution how to cater it in etabs.

What do the local building authorities follow. If you are in Pakistan, you should go with UBC. Its pretty straight up. Make combos as per the article and use EQx and EQy at 5% default eccentricity. If you have an unsymmetrical building, you will end up with 4 earthquake cases.

EQx + 5%y
EQx - 5%y
EQy + 5%x
EQy - 5%x

I cant open the link in the above post by Rana, so I cant comment on his post. IBC has a supplement, for different countries where they have given the values of SDs and SD1. I will look up at my documents. If I or Baz find it, we will post it.

Here are the SDS and SD1 Values for Islamabad, Karachi, Lahore & Peshaware.

Correct like you said above.
Thanks.

The interaction of frame and shear wall would be considered in the first model with full V. Second model is to check frame only.
Thanks.

Kindly explain for what purpose? Because for seismic drift, @Rana Waseem sir has explained only seismic CASE should be used. instead of Ex or Ey with any combination.